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BPAT2015-0027,I 78-495 CALLE -�XMPICO LA QUINTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT t ... A Application Number: BPAT2015-0027 Property Address: 60449`HONEYSUCKLE ST ST APN: 764420033 Application Description: MARKUS / 219 SQUA FOOT PATIO COVER AT BACKYARD Property Zoning: Application Valuation: $2,500.00 Applicant: Z r z CRYSTAL BLUE POOLS AND PATIOS 31166 ORANGE AVENUE - NUEVO, CA 92567 CM LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my Liceye is in full force and effect. License CClllaas : C53 C-8 License No 1 Date: I Z� 1 S Contractor • I OWNER -BUILDER DECLARATION V t I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' . State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_J I am exempt under Sec. . B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Lender's VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 4/29/2015 Owner: DAVID MARKUS z w 4733 TORRANCE BLV NO 70 TORRANCE, CA 92253 0¢ Q Z r z O `�' o CM o Contractor: �o CRYSTAL BLUE POOLS AND PATIOS 31166 ORANGE AVENUE NUEVO, CA 92567 1 (951)906-2761 Llc. No.: 846843 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensatio s provided for by Section 3700 of the Labor Code, for the performance of the w5pklfor which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance -of the work for which this permit is issued. My workers' compensation insurance carrier and polity number are: Carrier:— Policy Number: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any mannecso as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 370 he Labore, I shall forthwith comply with th se provisions. V-4•Date: � Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATI N COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENAL IES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF . COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances a e laws relatin building construction, and hereby authorize representatives this city t enter u n fie above- mentioned droperty for inspection purposes. It Date: l Zg 5 Signature (Applicant or Age DESCRIPTION FINANCIAL INFORMATION ACCOUNT QTY AMOUNT' PAID PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 PAID METHOD RECEIPT # CHECK # CLTD BY Total Paid forBUILDING STANDARDS ADMINISTRATION BSA $1.00 $0.00 DESCRIPTION ACCOUNT ' QTY AMOUNT PAID PAID DATE PATIO COVER, STD, OPEN 101-0000-42404 0 $97.17 $0.00 PAID BY - METHOD. RECEIPT # . ' CHECK # CLTD BY DESCRIPTION ' ACCOUNT : " : QTY AMOUNT PAID PAID DATE PATIO COVER, STD, OPEN PC "101-0000-42600 0 $95.72 $0.00 PAID -BY METHOD RECEIPT# - CHECK.# CLTD BY Total Paid for PATIO COVER / COVERED PORCH / LATTICE $192.89 $0.00 DESCRIPTION ACCOUNT QTY _ AMOUNT PAID PAID DATE GAS SYSTEM, 1-4 OUTLETS 101-0000-42401 0 $12.09 $0.00 PAID BY METHOD : RECEIPT # . CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE GAS SYSTEM, 1-4 OUTLETS PC 101-0000-42600 0 $24.17 $0.00 PAID BY METHOD RECEIPT,y# "' CHECK # CLTD BY Total Paid forPLUMBING FEES: $36.26 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE SMI - RESIDENTIAL 101-0000-20308 0 $0.50 $0.00 PAID BY METHOD. RECEIPT # CHECK # CLTD BY Total Paid forSTRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00 TOTALS:0.00 Description: MARKUS / 219 SQUARE FOOT PATIO COVER AT BACKYARD CONDITIONS Type: PATIO COVER Subtype: Status: UNDER REVIEW Applied: 4/29/2015 SKH Approved: Parcel No: 764420033 Site Address: 60449 HONEYSUCKLE ST ST LA QUINTA,CA 92253 Subdivision: TR 30023-3 Block: Lot: 146 Issued: Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $2,500.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 CRYSTAL BLUE POOLS AND PATIOS Details: PATIO COVER - 219 SQUARE FEET AT BACKYARD [ALUMAWOOD ENGINEERING]. 77LF OF GASLINE. 2013 CALIFORNIA BUILDING CODES. CA 92567 CHRONOLOGY CONDITIONS NAME TYPE NAME ADDRESSI CONTACTS CITY STATE ZIP PHONE FAX EMAIL APPLICANT CRYSTAL BLUE POOLS AND PATIOS 31166 ORANGE AVENUE NUEVO CA 92567 CONTRACTOR CRYSTAL BLUE POOLS AND PATIOS 31166 ORANGE AVENUE NUEVO CA 92567 OWNER DAVID MARKUS 4733 TORRANCE BLV NO 70 TORRANCE CA 92253 Printed: Wednesday, April 29, 2015 3:28:51 PM 1 of 2 SYS TEARS INSPECTIONS SEQID INSPECTION TYPE INSPECTOR SCHEDULED COMPLETED DATE DATE RESULT REMARKS NOTES FINAL" BLD CLTD DESCRIPTION ACCOUNT, QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY ' BY BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 ' Total Paid forBUILDING STANDARDS ADMINISTRATION $1.00 $0.00 BSA: PATIO COVER, STD, 101-0000-42404 0 $97.17 $0.00 OPEN PATIO COVER, STD, 101-0000-42600 0 $95.72. $0.00 OPEN PC Total Paid forPATIO COVER / COVERED PORCH /.LATTICE $192.89 $0.00 GAS SYSTEM, 1.4 101-0000-42401 0 $12.09 $0.00 OUTLETS GAS SYSTEM, 1-4 101-0000-42600 0 $24.17 $0.00 OUTLETS PC Total Paid for PLUMBING FEES: $36.26 $0.00 SMI - RESIDENTIAL 101-0000-20308 1 0 $0.50 $0.00 Total Paid forSTRONG MOTION INSTRUMENTATION SMI; $0.50 $0.00 TOTALS:i00 INSPECTIONS SEQID INSPECTION TYPE INSPECTOR SCHEDULED COMPLETED DATE DATE RESULT REMARKS NOTES FINAL" BLD Printed: Wednesday, April 29, 2015 3:28:51 PM 2 of 2 SYSTEMS Btn.# 0of, La Quinta Butldtng a Safety Dtvislon P.O. Box 1504,78-495 Calle Tamplco [a,QLdnta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permtt # P, ao - D40 Project Addtrss: 0.�. Owner's Name:. A. P. Number. Address: 4'3 !13aY Vd - 7d7 Legal Description: Contractor: enq 43 City, ST, Zip:O oS- 3 Telephone: :' �• :; Address: 3 t I V b O y -Ave- Project Description: City, ST, Zip: �U uevo co�. df 2Sb n L� Cj 1C Z A W,,-, &o c -j o0d1 P`�CZJ Telephone: —%(o0 -'F1g- 7fls9 C�VP� State Lic. # : �{' y(/ g Lia City Lic. 9- Arch., Engr., Designer. e Address: City., ST, Zip: Telephone: State Lia #: �' tF : ' : • Name of Confect Person: /> 1&m Construction Type: Occupancy: Project type (circle one): New Add'n Alter Repair Demo Sq. Ft.: # Stories: # Unit;: Telephone # of Contact Person: % Estimated Value of Project:�� APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd 'Reed TRACIMG PERMU FEES Plan Sets Plan Check submitted Item Amount Structural Calls. Reviewed, ready for corrections Plan Check Deposit. . Truss Cates. Called Contact Person Plan Check Balance - Tide 24 Calm Plana picked up Construction Flood plain plan Plans resubmitted.'. Mechanical Grading plan 2'' Review, ready for correctionsrssue Electrical Subeonmctor List Called Contact Person Plumbing Grant Deed Pians picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '"' Review; ready for correctionsfissue Developer Impact Fee Planning Approval Called Contact Person A.LP.P. Pub. Wks. Appr Date of permit Issue School Fees Total Permit Fees Trilogy at La Quinta 60-750 Trilogy Pkwy La Quinta, CA 92253 Ph: 760-777-6059 , Fax: 760-7F7-1620 April 22, 2015 David Markus / Margie Markus 4733 Torrance Blvd #70 Torrance CA 90503 RE: Design Review Modification Received 60449 Honeysuckle St / Customer ID #: TRLAQ-0121-01 Dear David Markus / Margie Markus : T Trav at La 4 This shall confirm receipt of an Design Review submission, received on April 21, 2015, f address for installation of a bbq, fire pit, new sidewalk along the side yard, patio cover' advised that the application and plans have been forwarded to the Design Review Comr governing documents for your Association allow forty five days (45) for review; howev; response to you within 3-4 weeks. 110gy' NU ]#alnteaawce Asaodad" )r the above referenced and river rock. Please be iittee for review. The r, we hope to have a The Design Review Committee is composed of volunteers. As such, it does not review a plications to ensure compliance with building codes, or other local or state laws. You are encouraged to con act the governmental agencies involved to ensure your plans comply with these codes. Thank you for.your p tience in this matter and for complying with the Association's policies and standards. Sincerely, For the Design Review Committee, Mirna Hernandez Asst Manager On -Site Property cc: Board of Directors Trilogy at La Quinta 60-750 Trilogy Pkwy La Quinta, CA 92253 Ph: 760-777-6Q59 j Fax: 760-777-1620 April 23, 2015 David Markus / Margie Markus 4733 Torrance Blvd #70 Torrance CA 90503 RE: Design Review Modification Conditionally Approved 60449 Honeysuckle St / Customer ID #: TRLAQ-0121-01 Dear David Markus / Margie Markus : Irreca at U We are pleased to inform you that your plans for installation of a bbq, fire pit, new side% patio cover and river rock, received on April 21, 2015, have been approved by the Desil with the following conditions: 7, 9, 11, 13, 14, 15, 16, 21 and 22. Drainage to be deter construction (see attached coov). Please note: Anv dama4es caused by contractors due to construction must be be restored to flogy ah lialataataa ,1s�octatioa /alk along the side yard, In Review Committee mined during all i This approval does not constitute consent by the Association for the applicant to encroach, trespass, or build on any property other than that of the applicant. This approval is related solely to the items reserved for approval by the CC&R's in accordance with the Design Review, Guidelines. The approval does not extend to the quality of work done by your architect, or contractor, or to any structural engineering, soils engineering, or site grading and drainage design. You are urged to obtain the services of a state licensed professior al for consultation as needed. The Design Review Committee is composed of volunteers. As such, it does not review a plications to ensure , compliance with building codes, or other local or state laws. Please be advised that this approval does not relieve you from obtaining any necessary building permits from the governmental agencies inv Ived to ensure compliance with these codes. Any violations of these ordinances will be your responsibi ity to correct. Thank you for your patience in this matter and for complying with the Association's policies and st indards. Sincerely, For the Design Review Committee, Mirna Hernandez Asst Manager On -Site Property Enclosures cc: Board of Directors Design Review Committee Pro TRILOGY AT LA QUINTA '-I.0.: CONDITIONS OF APPROVAL ,-rty Address: Date Reviewed: CQ( I Conditions Approval of Your plans have been approved, provided that you meet the items checked below and all work Desi i Guidelines. is consistent with the 1 Obtain necessary building permits from the city of La Quinta, nnee6ng setback requi maintain the existing drainage. ements per city code and 2 Obtain services of a state licensed professional for consultation. 3 Proposed planting meets with the Trilogy Rear Yard Minimum Planting Requirement are included on the Revised Approved Plant List contained in the Design Guidelines standards and all plants 4 Rear yard may not exceed 7096 hardscape and must have a minimum of 30% softsca building face of wall to the side property lines. e, measured from the rear 5 An independent irrigation controller must be used for the rear yard, it cannot be tied into the front yard. 6 Pool, spa, fountain, and air conditioning equipment set backs must comply with City equipment shall be located, screened, or recessed in a manner so as to not be viewable and the noise from the equipment attenuated for the adjacent property owners. Pool hardscape and 18" for water line. of La Quinta codes. All from any lot or street set backs are 6" for 7 Replace block wall per Shea Homes standard. block wall specification, if removing any gain access to rear or side yard (requires inspection of rebar before cap is installed). portion of block wall to 8 The proposed wall or iron work to match the existing developer retaining wall in material, shall be the Frazee Paint color specified in the guidelines. style and color or 16 9 The color of the proposed concrete or pavers is natural or a neutral tone. 10 If underground drainage is installed, the drain needs to terminate in the grass swale aid and capped with a pop -up drain cover. be flush with the turf 11 Maintain positive drainage in accordance with the Trilogy Design Guidelines (Sectio 3.8). 12 Resubmit showing drainage flow/plans. 13 The patio cover material must be Alumna wood or other similar wood like construction. shall match the roof material of the dwelling or be open wood lattice Roofing materials 14 The color of the patio cover matches the home's stucco, accent, fascia or white. 15 Any patio cover or awning to be installed and attached to the home must be installed does not compromise the integrity of the water permeability of the home. in such a manner that it 71 16 The size of the patio cover is limited to the size of the patio slab. 17 The proposed retractable awning may not be a striped awning. It must be a neutral color home. Please submit a sample of the fabric. that blends with die 18 The screen door must be the color of the house stucco or be black. 19 Exterior paint colors must be one of the HOA Approved color schemes. 20 All exposed piping or conduit must be painted to match adjacent surface. 21 See notes on plans (if any) 7C 22 When work is completed, please submit Notice of Completion form attached. Notes: TO 2 T >M i N Pb Diva aj G r o sTk 14 Q 17 0� 1Vsrca-fs02.mentpm.comTi1e ManagementTile Management WIPOeserffi-Q-Trilogy at La Quinta Maintenance AssOCTonnstConoitions of Approval -Rev 0.15.2015 Ek SI H i CITY OF LA ����� �������G � SAFE APPROVED FY PT OR CONSTRU TJ®N DATE - i-/` �5BY Amerimax Exterior Home Products AlumawoodTM Patio Cover, Carport and Commercial Structure Enqineerinq 2013 CBC 40' ' —PAGES DRAWING SECTION DESCRIPTION 2 PAGES GN01-2012 LT02-2012 GN02-2012 2 PAGES SC01-2012 LT04-2012 SCO2-2012 4 PAGES SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES 4 PAGES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREAE GENERAL NOTES SOLID PANEL STRUCTURAL CONFIGURATIONS ALUMAWOOD STRUCTURAL CONFIGURATIONS LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURE: LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREA 4 PAGES LT01-2012 COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES LT02-2012 LT03-2012 LT04-2012 C1 C! I g OF LA QU�C�VTA 2 PAGES SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES w 10 PAGES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREAE 4 PAGES NP01-2012 COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS NP02-2012 Q F 10 NP03-20120 f NP04-2012 9 PAGES CD01-2012 COMPONENT PARTS AND CONNECTION DETAILS C1 C! I g OF LA QU�C�VTA J1, 971 .! j m ;0 cD02-2012BUILDING & SAFETY DEPT.! * . s;o�51l CD03-2012 CD04-2012 C. \P APPROVED�. . CD05-2012 ;OFCAL1Ffl� FOR CONSTRUCTION r • CD06-2012 JAN 29 2014 CD07-2012 CD08-2012 DATE By CD09-2012 10 PAGES Misc1a-2012 MISCELLANEOUS DETAILS ._ Misc1b-2012 MISCELLANEOUS DETAILS Misc2-2012 FAN BEAM DETAILS Misc3-2012 7.0 PCST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES Misc4-2012 7.0 FOOTING AND SLAB ATTACHMENT TABLES Misc5a-2012 _ 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS Misc5b-2012 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS Misc6-2012 7.0 FCRCES ON EXISTING STRUCTURES Misc7-2012 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS Misc8-2012 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS r January 29, 2014 I Ci, GEN L 1. DESI�D IN ACCORDANCE WITH THE 2013 CALIFORNIA BUILDING CODE. 2. ALUMINUM DESIGM AC-t'O-RDANCE WITH THE 2010 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE. 3. DESIGN LOADINGS: Ct = 1.2, 1 = 1.0, Ce = 1.0 (ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT AMONG CONIFERS) GROUND SNOW LOAD DESIGN LOAD 10 PSF % PSF LIVE LOAD ONLY 20 PSF 20 PSF LIVE LOAD ONLY 25 PSF 2'. PSF DESIGN ROOF SNOW LOAD 30 PSF 2b.2 PSF DESIGN ROOF SNOW LOAD 40 PSF 33.6 PSF DESIGN ROOF SNOW LOAD 60 PSF 50.4 PSF DESIGN ROOF SNOW LOAD FOR 0.25/12 < SLOPE < 1/12 4. THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE: a. GENERAL NOTES (2 PAGES) b. STRUCTURAL CONFIGURATIONS (1 OR 2 PAGES) c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES FOR SOLID COVER STRUCTURES) OR BOTH (FOR COMBINATION STRUCTURES) d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOAD e. ALL APPROPRIATE DETAILS f. OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. 5. CONCRETE MIX: Fc=2500, 3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE, MODERATE, AND SEVERE CONDITIONS AS SHOWN IN FIGURE 1904.2 OF THE 2012 IBC. PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE POST LOAD IS 750# OR LESS AND THE FROST DEPTH IS ZERO. CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES THICK AND NO CRACKS WITHIN 2'-6" OF POSTS. POSTS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OR EXPANSION JOINT OF A SLAB. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL AS PER TABLE 1806.2. ALLOWABLE FOUNDATION WIND SPEEDS IN THE 2012 IBC ARE "ULTIMATE DESIGN WIND SPEED". ALL STRUCTURES DESCRIBED IN THIS PRESSURE IS 1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FT AND IS REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "ULTIMATE DESIGN WIND SPEEDS" FOR DOUBLED PER IBC SECTION 1806.3.4. THESE DESIGN VALUES DO NOT APPLY TO MUD, ORGANIC SILTS, RISK CATEGORY II. FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING ORGANIC CLAYS, PEAT OR UNPREPARED FILLS AND MAY REQUIRE FURTHER SOIL INVESTIGATION. THE STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN SNOW/LIVE LOAD AREA OF 25 PSF HIGHER Kzt VALUE (ISOLATED HILLS, RIDGES, ESCARPMENTS) WILL REQUIRE HIGHER WIND LOADS AS PER OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM FOOTING ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. DEPTH IS THE LOCAL FROST DEPTH. NOTE: EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN AND SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN W/ NUMEROUS CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER) PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. EXPOSURE C: SHALL APPLY WHEN EXPOS:IRE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNBROKEN ICE AND OTHER) DO NOT. SEISMIC LOADING MAXIMUM Ss = 150% SHOWN IN 2012 IBC FIGURE 1613.3.1(1) Ss > 150% ARE NOT REQUIRED AS PER ASCE7-10 12.8.1.3 S1 NOT APPLICABLE TO THESE STRUCTURES SITE CLASS = D BASIC SEISMIC FORCE RESISTING SYSTEM POSTS EMBEDDED INTO FOOTINGS =ORDINARY STEEL MOMENT FRAME » R = 1.25 POSTS SURFACE MOUNTED = GENERIC SYSTEM » R= 1.25 ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FOR A CONCENTRATED 300 LBF LOAD.. _ f 7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF MOTOR VEHICLES. CARPORTS MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT. 8. AT LEAST ONE HORIZONTAL DIMENSION (PROJECTION OR WIDTH) OF COVER SHALL BE LESS THAN 30'. 9. ALL STEEL SHALL BE GALVANIZED ASTM A-653 G90, A123 G45 OR A153 B-3, PAINTED ASTM A755 OR USE AN APPROVED COATING COMPLYING WITH IBC SECTION 2203.2. 10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 3004H2x ALUMINUM MAY BE SUBSTITUTED FOR 3004H3x. THE BAS,6 OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED IN IBC SECTION 1605.3.1.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING 4? WIND OR SEISMIC FORCES. 'C AMERIMAX (2013 CBC) 1/29/2014 Page 1 of 47 JAN 29 2014 ENGINEERS STAMP VA a 41:8 / 1 1 1 CMP NONE Ju RP'UGENER& NOTES GN01-2012 1 1 OF 2 GENERAL NOTES: (CONTINUED FROM SHEET NO. 1) 11. STEEL FASTENERS SHALL BE EITFIER STAINLESS (3000 SERIES), GALVANIZED OR DOUBLE CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED GLAVANIZED, MECHANICALLY GALVANIZED, ZINC ELECTROPLATED, ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE ANCHOR BOLTS ARE SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH ANSI/ASME STANDARD 818.6.1 AHD AND AF&PA NDS -0511.1.4. ALL LAG SCREWS MUST COMPLY WITH ANSI/ASME 618.2.1 AND AF&PA NDS -05 11.1.3. ALL STEEL WASHERS TO BE ASTM F844 W/ DIMENSIONS IN ACCORDANCE WITH ASME B18.22.1, TYPE A. ALL STEEL NUTS TO BE ASTM A563. THE MINIMUM WASHER DIAMETER SHALL BE 1" FOR BOLTED CONNECTIONS. SCREWS AND BOLTS WILL HAVE A MINIMUM EDGE DISTANCE OF 2X FASTENER DIAMETER. 12. EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 13. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR POST. (EXCEPT FOR FULL STRENGTH SPLICES) FULL STRENGTH SPLICES (DETAILS U, AND X) MAY BE LOCATED ANYWHERE. 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC- ESR 1730, 2196 OR EQUIVALENT AND USE HEADS W/ DIAMETERS EQUAL TO #8 =ik", #10 = i", #12 = *" AND #14 = �' OR STEEL WASHERS OF SIMILAR DIAMETER AND AS PER GENERAL NOTE #11 15. STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDITIONAL ENGINEERING ANALYSIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY. 16. ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION #2 IN IBC SECTION 1505.2. 17. STRUCTURES MAY BE ATTACHED TO EAVE OVERHANGS PER SCHEDULE. 18. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS (OTHER THAN STAINLESS, ALUMINIZED OR GALVANIZED STEEL) OR ABSORBENT BUILDING MATERIALS, LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FAYING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I -A SECTION 6.7. 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK, THE MAXIMUM DEAD LOAD + LIVE LOAD FROM THE PATIO COVER IS 750 LBS AND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB. THE MAXIMUM CONNECTION UPLIFT LOAD IS 1162 LBS FOR 115 MPH EXP C WIND SPEED. CONNECTIONS ARE FOR MAXIMUM PATIO I OOF HEIGHTS OF 12 FT FROM GRADE. THE EXISTING DECK STRUCTURE MUST BE ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS. THE STRUCTURAL ADEQUACY OF THE DECK TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL L13, N12 OR AL. CONSTRUCTION OUTSIDE OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. AMERIMAX (2013 CBC) 1/29/2014 20. All structures must comply with one of the following: a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design Category (SDC) A -D up to the maximum Ss noted in General Note #3. b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception #1 do not require additional seismic analysis. c. Structures not complying with (a) or (b) require additional engineering seismic analysis. 21. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS REPORT. 22. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL SPECIFICATIONS MUST BE BASED ON LONGEST ACTUAL SPAN. 23. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER AS PER IBC SECTION 1403.2 (WALLS) AND/OR 1503 (ROOFS), WHICHEVER IS MORE APPROPRIATE. 24. AT LEAST ONE HORIZONTAL DIMENSION OF THE COVER (PROJECTION OR WIDTH) SHALL BE LESS THAN 30' GENERAL NOTES FOR LATTICE STRUCTURES: (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SCO2-2012 AND LT01-2012 THRU LT03-2012.) 1. SEE GENERAL NOTE #3 FOR LIVE AND SNOW LOADS. 2. NOTE INTENTIONALLY LEFT BLANK. 3. SINGLE SPAN ATTACHED LATTICE.STRUCTURES THAT DO NOT USE DETAIL L29 MUST COMPLY WITH TABLE L1 AND L2 ON SHEET M5. Page 2 of 47 3'X8' ALUM HEADER 3'X8' STEEL C DOUBLE ALUM HEADER DOUBLE STEEL C BEAM LATTICE OVERHANG 36' MAX -24' MAX FOR 30 PSF SNOW LOAD OR HIGHER OlHANG— .y FREESTANDING STRUCTURE AMERIMAX (2013 CBC) 1/29/2014 a� OVERHANGRAFTER IS 25'X OF CLEARSPAN LATTICE OVERHANG 36' MAX 24' MAX FOR 30 PSF SNOW LOAD OR POST Hf HIGHER 3'x 8'x 12 or 18 GA. STEEL 'C' BEAM FOR BEAM WRAP DETAIL, DETAIL 'L18'. ATTACHMENT TO MIN 4' MIN 3.5' CONCRETE SLAB REQ'_/' CONCRETE SLAB W/O FOOTINGS V/ CONSTRAINED FOOTINGS •�.�� MAY BE USED WHERE PERMITTED SEE SCHEDULE FOR SIZES" Ste' SEE SCHEDULE DETAIL L29 ONLY c • SEE Sc*{EDUIiS• 100% OF PROJE.G'T10N FASCIA / 2'x6.625', 3'x8' OR 3'x3' ALUM RAFTERS MAX COVER PANEL OVERHANG EE DETAIL L3 j WETx d PROVIDE OTtAI1 1�2y MIN 3.S' CONCRETE SLAB MINREQ3.5' CONCRETE SLAB •d REQ'D W/ CONSTRAINED FOOTINGS GS CONSTRAINED SEE SCHEDULE FOR FOOTINGS FOOTING SIZE 'd MULTISPAN UNITS REFER TO GENERAL swm spm arpon culmrAm sffdx2m SINGLE SPAN CREESfANDfNG. LArncE STRUCTURE NOTE 22. ' VERHANG TW ATTACHED STRUCTURE Page 4 of 47 100. RAFTER SPAN 1R SPAN OR MORE SPANS —2'x8.825', 3•x8. OR 3•x3' ALUM. RAFTERS ,,PLACE 3/8' 4X 9` SEE SCHEDULE FOR SIZE DETAIL L29 ONLY OF CLEAR SPAN ti N� MIN 3.5' CONCRETE SLAB I Y I REQ'D V/ CONSTRAINED dF FOOTINGS .. SINGLE SPAN ATTACHED L= STRUCTURE MIN r-cl:d OlHANG— .y FREESTANDING STRUCTURE AMERIMAX (2013 CBC) 1/29/2014 a� OVERHANGRAFTER IS 25'X OF CLEARSPAN LATTICE OVERHANG 36' MAX 24' MAX FOR 30 PSF SNOW LOAD OR POST Hf HIGHER 3'x 8'x 12 or 18 GA. STEEL 'C' BEAM FOR BEAM WRAP DETAIL, DETAIL 'L18'. ATTACHMENT TO MIN 4' MIN 3.5' CONCRETE SLAB REQ'_/' CONCRETE SLAB W/O FOOTINGS V/ CONSTRAINED FOOTINGS •�.�� MAY BE USED WHERE PERMITTED SEE SCHEDULE FOR SIZES" Ste' SEE SCHEDULE DETAIL L29 ONLY c • SEE Sc*{EDUIiS• 100% OF PROJE.G'T10N FASCIA / 2'x6.625', 3'x8' OR 3'x3' ALUM RAFTERS MAX COVER PANEL OVERHANG EE DETAIL L3 j WETx d PROVIDE OTtAI1 1�2y MIN 3.S' CONCRETE SLAB MINREQ3.5' CONCRETE SLAB •d REQ'D W/ CONSTRAINED FOOTINGS GS CONSTRAINED SEE SCHEDULE FOR FOOTINGS FOOTING SIZE 'd MULTISPAN UNITS REFER TO GENERAL swm spm arpon culmrAm sffdx2m SINGLE SPAN CREESfANDfNG. LArncE STRUCTURE NOTE 22. ' VERHANG TW ATTACHED STRUCTURE Page 4 of 47 100. RAFTER SPAN 1R SPAN OR MORE SPANS —2'x8.825', 3•x8. OR 3•x3' ALUM. RAFTERS ,,PLACE 3/8' 4X 9` SEE SCHEDULE FOR SIZE DETAIL L29 ONLY OF CLEAR SPAN ti kATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 0.024"x2"x6.625" Rafter (Single Span) 0.032'x2"x6.625" Rafter (Single Span) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C (pso in 115 130 115 120 10 24" 8'-7" 8'-7" 8'-7" 8'-7" LIVE 20 10'-4" 10'-4" 10'-4" 10'-0" 20 16 12'-9" 12'-8" 12'4' 11-4" - 12" 15* -0" 14'-9" 13'-11" 13'-3" 20 24" 4'-4" 4'-4" 4'-4" 4'-4" LIVE 20" 5'-2" 5'-2" 5'-2" 5'-2" 30 16" 6'8" 6'-6" 6'-6" 6--6" 12" 8'-7" 8'-7" 8'-7" 8'-7" 25 24" 4'-2" 4'-2" 4'-2" 4'-2" 20" 4'-11" 4'-11" 4'-11" 4'-11" 60 16 6'-2" 6'-2" 6'-2" 6'-2" 12 8'-3" 8'-3" 8'-3" 8'-3" 30 24" T-5" T-5" T-5" T-5" 20" 4'-2" 4'-2" 4'-2" 4'-2" 16" 5'-2" 5'-2" 5'-2" 5'-2" 12" 6'-10" 6-10" V-10" 6-10" 40 24" 2'-7" 2'-7" 2'-7" 2'-7" 20" 3--1" 3--1" 3--1" T -l" 16" T-10" Y-10" T-10" T-10" 12" 5'-2" 5'-2" 5'-2" 5'-2" 60 24" 1%9" 1,-9,* 1,-9" 1,-9" 20" 2--1" 2'-1" 2'-1" 2--1" 16" 2'-7" 2'-7" 1 2'-7" 2'-7" 1 12" 1 3'-5" 3'-5" 3'-5" T-5" TABLE 17 0.024"x2"x6.625" Rafter (Mulfispan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C (psf) (in) 115 130 115 120 10 24" 6'-9" 6'-9" 6--9" 6'-9" LIVE 20" T-9" T-9" 7'-9" 7'-9" 20 16" 91-11, 914. 91-11, 9.-1.1 - 12" 11'-1" IVA" 11--1" 11•_1•, 20 24" T-10" 3'-10" T-10" V-10" LIVE 20" 4'-6" 4'-6" 4'-6" 4'-6" 30 16" 5'-5" 5'-5" 5'-5" 5'-5" 12" 6'-9" 6--9" 6'-9" 6'-9" 25, 24" T-8" Y-8" 3'-8" 3'-8" 20" 4'-3" 4'-3" 4'-3" 4'-3" 60 16" 5'-2" 5'-2" 5'-2" 5'-2" 12" 6'8" 6'-6" 6'-6" 6'-6" 30 24" 3--1" 3--1" Y-1" Y -l" 20" 3'-8" 3'-8" T-13" 3'-8" 16" 4'-5" 4'-5" 4'-5" 4'-5" 12" 5'-8" 5'-8" 5'-8" 5'-8" 40 24" 2'-5" 2'-5" 2'-5" 2'-5" 20" 2'-10" 2'-10" 2'-10" 2'-10" 16" 3'-6" 3'-6" 3'-6" 3'-6" 12" 4'-5" 4'-5" 4'-5" 4'-5" 60 24'.1'-7" 3:-0 1--7" -7 -7" 201, 11-111, 1'-11" 11:11., 11:11" 1 16" 2'-5" 2'-5" 2-5': : 2�-5�: 1 12" 3--1" 3'- 5'-0" 5'-11" TABLE 1.6 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp, C (pso in 115 130 115 120 10 24" 14'-8" 14'-8" 14'-2" 13'-6" LIVE 20" 16'-1" 16'-1" 15'-6" 14'-10" 20 16" 17'-11" 17'-11" 17'-4" 16'-6" - 12" 20'8" 20'-6" 19--11" 19'.0" 20 24" T-5" T-5" T-5" 7'-5" LIVE 20" 8'-11" 8'-11" 8'-11" 8'-11" 30 16" 11,_1„ 11,_1„ 11,_1„ 11--1" 12" 14'-8" 14'-8" 14'-8" , 14'-8" 25 24" T -l" 7--1" T-1" T -l" 20" 8-8" 8'8" 8'-6" 8-8" 60 16" 10'-7" 10'-7" 10'-7" 10'-7" 12" 14'-0" 14'-0" 14'-0" 14'-0" 30 24" V-11" 6-11" 5'-11" 5--11" 20" T-1" 7--1" 7'-1" T-11" 16" 8'-10" V-10" 8'-10" 8'-10" 12" 11•_9" 11•_9" 11'-9" 11 '-9" 40 24" 4--5" 4'-5" 4'-5" 4--5" 20" 5'-4" 5'-4" 5'-4" 5'-4" 16" 6'-8" 6'-8" 6'-8" 6'-8" 12" 8'-10" 8'-10" 8--10" 8'-10" 60 204 3:-0 3::,0 3 3::0 2 3 _7 3 3::0 7 3.7•, 1 6" 4'-5" 4'-5" 4'-51. 4'-5" 1 1 5'-0" V-11" 16-11" 5'-0" 5'-11" TABLE 1.2 0.032"x2"x6.625" Rafter (Multispan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C (pso in 115 130 115 120 10 24" 10'-3" 10'-3" 10'-3" 10'-3" LIVE 20" 1 V-7" 11'-7" 11'-7" 11'-7" 20 16" 13'-5" 13'-5" 13'-5" 13'-5" - 12" 16'-0" 16'-0" 16'-0" 16'-0" 20 24" 6--1" 6--1" 6'-1" 6'-1" LIVE 20" T -O" 7'-0" T-0-' T -O" 30 16" 8'-4" 8'-4" 8'-4" 8'-4" 12" 10'-3" 10'-3" 1,0'-3" 10'-3" 25 24" 5'-10" 6-10" 5'-10" 5--10" 20" 6'-9" 6'-9" 6'-9" 6'-9" 60 16" 8--0" 8'-0" 8'-0" 8'-0" 12" 9'-11" 9'-11" 9'-11" 9'-11". 30 24" 5'-0" 5'-0" 5'-0" 5'-0" 20" V-10" V-10" 5--10" V-10" 16" T -O" T-0" T-0" T -O" 12" 8'.8" 8'8" 8'-8" 8'-8" 40 24" T-11" T-11" V-11" 3'-11" 20" 4'-7" 4'-7" 4'-7" 4'-7" 161, 5'-7" 5'-7" 5'-7" 5'-7" 12" T -O" T-0" T -O" 13'-4" 60 24" 2--9" 2'-9" 2'-9" 2'-9" 20" 3'-3" 3'-3" 3'-3" Y -W 16" 3'-11"- V-11" Y-11" T-11" 1 12" 1 5'-0" 5'-0" 5'-0" 5'-0" TABLE 1.7 0.040"x2"x6.625" Rafter (Single Span) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C (pso in 115 130 115 120 10 24" 18'-2" 18'-2" 18'-2" 17'-7" LIVE 20" 19'-10" 19'-10" 19'-7" 19'-0-1 20 16" 22,_1" 21'-8" 21,_0„ 20'-5" - 12" 25'-3" 23'-8" 22'-11" 22'-3" 20 24" 11'-3" 11,_3„ 11--3" 11'_3" LIVE 20" 13'-5" 13'-5" 13'-5" 13'-5" 30 16" 15'-10" 15'-10" 15'-10" 15'-10" 12" 18'-2" 18'-2" 18'-2" 18,-2" 25 24" 10'-8" 10'-8" 10'-8" 10'-8" 20" 12'-9" 12'-9" 12'-9" 12'-9" 60 16" 15'-6" 15'-6" 15'-6" 15'-6" 12" 17'-9" I7'-9" 17'-9" 17'-9" 30 24" 8'-11" 8'-11" 8'-11" 8'-11" 20" 10'-8" 10'-8" 10'-8" 10'-8" 16" 13'-4" 13'-4-1 13'-4" 13'-4" 12" 16'-3" 16'-3" 16'-3" 16'-3" 40 24" 6'-9" 6'-9" 6'-9-- -97-97 20" 8'-1" 8--1" 8'-1" 8--1" 16" 10'-0" 10'-0" 10'-0" 10'-0" 12" 13'-4" 13'-4" 13-4- 13'-4" 60 21 4:-: 4 4'-6" 4'-6'. 2C 5 5::6 5 5-5 - " 6-5 16 6'-9" 6'-9" 6'-9"6'-9" 4'-11" 1 12 8'-11" 18'-11". 8'-11" 8'-11" TABLE 1.3 0.042"x3"x8" Rafter (Single Span) GroundLoa fter Wind Speed and Exposure Snow Load 6 Spacing E7 xp B ExpC (psl) (in) 115 130 5 120 10 36" 16'-1" 16'-1" 16-1" 16-11 LIVE 32" 18'-1" 18'-1" 17'-9" 16'-11" 20 24" 21'-0" 21'-0" 20'-5" 19'-6" - 16" 25'-4" 25* -4" 24'-9" 23'-8", 20 36" 8'-2" 8'-2"2 8'8" 8'8" LIVE 32" 9'-2" 9'-2"' :::2 2:: :::2 30 24" 12'-2" 12'-2" 12'-2" 12'-2" 16" 18--1", 18'-1" 18--1" 18,_1„ 25 36" T-10" T-10" T-10" T-10" 32" 8'-9" 8'-9" 8'-9" 8'-9" 60 24" 11'-7" 11'-7" 11'-7" 11-J" 16" 17'-3" 17'-3" 17'-3" 17'-3" 30 36" 6'-6" 6'-6" 6'8" 6'-6" 32" 7'4" 7-4" 7'4" 7'4" 24" 91-91. 91-91. 91-9.1 91-9.1 16" 14'-5" 14'-5" 14'-5" 14'-5" 40 36" 4'-11" 4'-11" 4'-11" 4'-11" 32" 5'8" 5'-6" 5'-6" 5'8" 24" 7'-4" 7'4" T-4" 7'-4" 16" 10'-11" 10'-11' -11 101-11 60 36" Y -Y 3'-3" 3:-3" 3* -3" 32" 3--8" T-8 3-8" Y-8" 24" 4'-11" 4'-11" 4'-11" 4'-11" 1 16" 7-4" 7'-4" 7'4" 7'-4"] (ABLE 1.4 NOTE: RAFTERS MAY OVERHANG 26% OF THEIR CLEARSPAN 0.040"x2"x6.625" Rafter (Multispan) 0.042"x3"x8" Rafter (Mulfispan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B I Exp C (PS9 in 115 130 115 120 10 24" 13'-9" 13* -9" 13--9" 13'-9" LIVE 20" 15'-5" 15'-5" 15'-5" 15'-5" 20 16" 17'-9" 17'-9" 17'-9" 17'-9" LIVE 12" 20'-11" 20'-11" 20,_11. 20'-11" 20 24" 8'8" 8'-6" 8'8" 8'8" LIVE 20" 91-9.. 9.-911 91-91, 91-9.1 30 16" 11'-4" 11'-4" 11-4- 11-4" 12" 1 13'-9" 13-4-1 13'-9" 13'.9" 25 24" 8'-2" 8'-2" .8'-2" 8'-2" 20" 9'-4" 9'-4" 9-4" 9'-4" 60 16" 1 V-0" 11'-0" 111-01- 11--0l- 12" 13'-4" 13'-4" 13'-4" 13'-4" 30 24" T-1" 7--1" 7--1" 7--1" 20" 8'-2" 8'-2" 8'-2" 8'-2" 16" 9.8.1 918.1 918. 91-81. 12" 11'-10" . 11'- 10" 111-1011 11•_10" 40 24" 5'-8" 5'-8" 5'-8" 8- 20" 6--7" 6'-7" 6',-7" 6'-7" 16" 7'-10" T-10" T-10" T-10" -12" 9'-8" 9'8" 918.. 1 918.1 1 60 24" 4'-0" 4'4' 4'-0" 4'-0" 20- 4'8" 4'8" 4'8" 4'8" 16" 5'8" 5'8" 5'8" 5'8" 1 12- 1 T-1" 1 7'-1" T -l" T -l" TABLE 1.8 AMERIMAX (2013 CBC) 1/29/2014 Pige 5 of 47 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C (W in 115 130 115 120 10 36" 11,_8•• 11'-8-- 111-81, 11. -8 - LIVE 32" 12'-8' 12_8,• 12:-8" 12'-8" 20 24" 15'-4" 154 15'A" 15'A" LIVE 16" 19'-8" " 19'-819'-8" 14'-10" 19'-8" 20 36" 6'-10" V-10" V-10" V-10" LIVE 32" 7'-61' 7'-6" 7'-6" 7',6" 30 24" 9'-5" 9'-5" 9'-5" 9'-5" 16" 12'-8" 12'-8" 12'-8" 12'-8" 25 36" 6'-7" 6'-7" 6'-7" 6'-7" 32" T -Y T -W T-3" T-3" 60 24" 91-11. 91-11, 91-11, 91-11, 16" 12'-2" 12'-2" 12--2" 12'-2" 30 36" 5'-8" 5'-8" 5'-8" V-13" 32" 6'-3" 6'-3" 6'-3" 6'-3" 24" T-11" T-11" T-11" T-11" 16" 10'79" 1 U-91, 101-91, 101-9" 40 36" 4'-5" 4-4" 4'-5" 4'-5" 32" 4'-10" 4'-10" 4'-10" 4--10" 24" 6'-3" 6'-3" 6'-3" 6'-3" 16" 8!8" 8'8" .._8'8" 8'8" 60 W" 3'4' 3'-0" 3'-0" 3'-0" 32" Y-5" Y-5" 3'-5" 3'-5" 24" 4'-5" 4--5" 4'-5" 4'-5" 1 16" 1'6-3" 6'-3" 1 6'4' 6'-3" TABLE 1.9 WxY Rafter A6" o/c (Multisoan or Single) Ground Rafter Wind Speed and Exposure Snow Load Gauge Exp B I Exp C (PS9 in 115 130 115 120 10 0.024" 12'-5" 12'-5" 12'-5" 12'-5" LIVE 0.040" 18'-5" 17'-10" 17'-3" 20 0.024" _222L 8'-5" 8'-5" 8'-5" 8'-5" LIVE 0.040" 14'-10" 14'-10" 14'-10" 14'-10" 25 0.024" 8'-2" 8'-2" 8'-2" 8'-2" 0.040" 14* -6" 14'8" 14'-6" 14'-6" 30 0.024" 7'-4" 7'-4" 7'-4" 7'-4" 0.040" 13'-1" 13'-1" 13'-1" 12-1" 40 0.024" 6'-1" 6--1" 6'-1" V-11. 11'-2" 11 - 11'-2" 60 -0.0 0.024" 4'-8" 4'-8" 1 4'-8" 4'-8" 0.040" 8'-10" 8'-10" 8'-10" 1 V-10" TABLE 1.5 Amerlmax Exterior Home Products 28921 US Hwy 74 Romoland, CA 92585 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 cariputnam(&comcast net JAN Ly LU -14 v LATTICE COVER 2.0 POST SPACINGS FOR PATIO ANn CnMMFRC AI CnVFRS NnRMAI maNn AREA! TABLE 2.1 0.042"x3"x8" Box Beam (Detail L1.) Attached Single Freestanding or Double 0.042"x3"x8" (Detail Attached single L12) Double 0.040"x2"x6.625" (Detail 1-12) Freestanding or Attached Freestanding or TABLE 2.1 0.042"x3"x8" Box Beam (Detail L1) Double 0.042"4"x8" (Detail L12) Double 0.040"x2"x6.625" (Detail L12) AttachgvngpeFreestanding or Attached Single Freestanding or Attached Singe Freestanding or 24 25 Span SWceve Multispan Units Span struceae Multispan Units Structure Multispan Units 21 span Multispan Units span Strucave Multispan Units Seen Structure Multispan Units GROUND TRIS MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH GROUND TRIB MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH POST REO'D POST MIN FOOTER 8' I1a I12' POST MIN FOOTER 8' I is I 1Y POSTMIN FOOTER 8' I 1a I 1Y SNOW WIDTH POST REO' POST MIN 8' I 10 I 12' POST MIN FOOTER 8' I 10' I 12' POST MIN FOOTER 8' I to I 17 LOAD (FT) SPACING FOR SPACIN POST SIZE CONSTRAINED =DOTE SPACIN POST SIZE CONSTRAINED FOOTE SPACING POS SIZE CONSTRAINED FOOTE LOAD (FT) SPACING FOR SPACIN POSTCONSTRAINEDFOOTE SPACIN POST BIZE CONSTRAINED FOOTE SPACING PO SIZE CONSTRAINEDFOOTE(PSF) ON SLAB SLAB (FT) TYPE "d' "d' "d' I "d' (FT) TYPE "8' "d' d"d' (FT) TYPE "d' "d' "d' "d' (PSF) ON SLAB SLAB(F7) (F7) TYPE"d' "d' "d' (FT) TYPE "d' "d' "d' "d' (FT) TYP "d' "d' "d' "dGn) 25 27 Cn) cn) Cn) CN (in) (n) Cn) Cn (In) Cn) fn) (FT) A C. fn) (n) M) fn) III n) 8n) fn) n) GN Cnl 20 3 ,r 11 ICY, y A v A 10' A-4* rv� nc 18 0 24 25 27 IV -2" B 21 26 27 29 13'-7" B 20 24 26 27 LIVE 3.5 10-2" A 5-5" A 19 23 25 26 14'-0" B 21 25 27 28 1743" B 20 24 25 27 26 4 V-11" A 81S" A 19 23 24 26 17-0" C 22 25 26 28 11'-8" B 21 23 25 26 26 4.5 T-11" A 8'-1" B 19 22 24 25 174" C 22 24 26 27 la -11" B 21 23 25 26 26 5 T-1" A T-7" B 19 22 24• 25 11'6 D 22 24 26 27 10.4" C 22 23 24 26 25 5.5 65" A T-1" B 20 22 23 25 10-10" D 23 24 25 27 5.10" C 22 23 24 25 25 6 6-11" A Sr -w B 20 22 23 25 10-4" D 23 24 25 27 94" D 22 22 24 25 25 6.5 F-61 A 94, B 20 21 23 24 9-10" D 23 23 25 26 V-11".. D 22 22 24 25 25 7 6-1" A e-0" B 20 21 23 24 95" D 23 23 25 26 a -T' D 23 23 23 25 24 7.5 4'-9' A 6-9' B 20 21 23 24 9-1" D 24 24 25 26 8'-3" D 23 23 23 25 24 8 4'6' A 5'fi' B 20 21 22 24 a -a, D 24 24 24 26 T-11" D 23 23 23 24 24 8.5 4'-2" A F-3" B 21 21 22 24 8'-5" D 24 24 24 26 TS" D 23 23 23 24 24 9 3'-11" A 64y, B 21 21 22 24 8'-1" D 24 24 24 25 T-5" D 23 23 23 24 24 9.5 X-9' A 4'-10" B 21 21 22 24 T-10" E 24 24 24 25 T-7' D 24 24 24 24 24 10 3'1' A 4'43" B 21 21 23 24 T -T' E 24 24 24 25 6-11,D 24 24 24 24 11 Y-2- A 4'-4" B 21 21 23 24 T-1" E 25 25 25 25 a -T' D 24 24 24 24 115 MPH EXPOSURE B 25 7 9-T' A 10-1" B 16 22 27 24 14'-10" D 18 27 25 26 13'-3" B 18 22 23 25 26 3.5 V-2" A a-2" B 16 21 23 24 17-8" D 19 23 24 26 17-3" C 18 22 23 24 26 4 T-2" A 8'S" B 17 21 1 22 23 17-8" D 19 23 24 25 11'-5" D 18 21 23 24 26 4.5 94" A T-10" B 17 21 22 23 11'-10' D 19 22 24 25 1043" D 19 21 22 24 26 5 6-9' A 14" B 17 20 22 23 11'-2" D 20 22 23 25 f0-1" D 19 21 22 23 25 5.5 6-7' A 6-11" B 17 20 21 23 10-7- D 20 22 23 24 9-T' D 19 21 22 23 25 6 4'-9' A fiat B 17 20 21 22 10-1" E 20 22 23 24 9-1" D 20 20 22 23 25 6.5 4'S" A 6-7 C 18 20 21 22 9-T' E 20 21 23 24 8'43" D 20 20 22 23 25 7 4'-1" A 5'-10" C 18 19 21 22 9.7' E 21 21 23 24 8'-4" D 2020 23 21 23 24 7.5 Y-10" A 5'-T' C 18 19 21 22 8'-10" E 21 21 22 24 8'47' E 20 20 21 22 24 8 3'-T' A 5'-4" C 18 19 20 22 8'6' E 21 21 22 23 T-9' E 20 20 21 22 24 8.5 14" A 5'-1" C 18 19 20 21 1.,.. E 21 21 22 23' T-5" E 20 20 21 22 24 9 V-2" A 4'-10" C 18 19 20 22 T-10" E 21 21 22 23 T-2" E 21 21 21 22 24 9.5 3-.' A 4'S" D 18 19 21 22 T-T E 21 21 22 23 T-0" E 21 21 21 22 115 MPH EXPOSURE C a 130 MPH EXPOSURE B 25 3 9-T' A 1a-1" a 18 24 25 26 14'-10" D 20 26 27 29 13'J" B 20 24 25 27 110 MPH 3.5 8'-2" A 9.2" B 18 23 25 26 13'-8" D 21 25 27 28 17.3" C 20 24 25 26 3 4 T-7 A 8'S" B 19 23 24 26 1743" D 21 25 26 28 11'-5" D 21 23 25 26 3.5 4.5 6.4" A T-10" B 19 22 24 25 11'-1 a' D 22 24 26 27 1a-8" D 21 23 24 26 4 5 S-9' A Td" B 19 22 24 25 11'-2" D 22 24 26 27 1a-1" D 21 23 24 26 4.5 5.5 6-2" A 6.11" B 19 22 23 25 10-7- D 22 24 25 27 9-T' D 22 22 24 25 5 6 4'-9' A 645'• B 20 22 23 24 10-1" E 23 24 25 26 9-1" D 22 22 24 25 5.5 6.5 4'-5" A 6-7' C 20 21 23 24 9-T' E 23 23 25 28 81-W D 22 22 23 25 6 7 4'-1" A 6-10" C 20 21 23 24 9-2" E 23 23 25 26 a,.. D 22 22 23 25 6.5 7.5 3'-10" A v -T' C 20 21 22 24 V-10" E 23 23 24 26 8'47' E 23 23 23 24 7 6 3'-T' A 5'-4" C 20 21 22 24 8'-5" E 24 24 24 26 T-9' E 23 23 23 24 7.5 8.5 3'-4" A F-1" C 20 21 22 23 8'-2" E 24 24 24 25 T-5" E 23 23 23 24 6 93'-Z' A A 4'-10" C 20 21 22 24 T-10" E 24 24 24 25 T-7' E 23 23 23 24 8.5 9.5 3'47'A 2'6' 4'-8" D 20 21 22 24 T -T' E 24 24 24 25 T-0' E 2323 20 23 24 115 MPH 10 7-10" A 4'6' D 21 21 23 24 T-4" E 1 24 1 24 1 24 1 25 6.5' E 24 24 24 24 GENERAL INSTRUCTIONS FOR THESE TABLES 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE (PA -90 UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN) 4. CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 6. DETERMINE TRIBUTARY WIDTH FROM TABLE 2.2 OR CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 6. CHOOSE A HEADER FROM TABLE 2.1 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 2.1 60 110 MPH EXPOSURE B 5'-10" C 15 2123 4.5' 24 9-Y' E 17 23 25 26 V-4" D 17 22 23 25 60 3 4--1" A 6-10" C 13 19 21 22 a-2' E 16 21 23 24 8'-4" D 15 20 21 23 1 15' 3.5 76 A 6-3" C 14 19 20 22 8'-4" E 16 21 22 23 T -T' E 15 20 21 22 4 3'43" A 4'-9" D 14 19 20 21 T$" E 16 20 22 23 7'-1" E 16 19 21 22 4.5 7A" A 4'-4" D 14 18 20 21 T-1" E 18 20 21 23 6-7"' E 16 19 20 22 5 7-5" A 4'6 D 14 16 19 21 6-7- E 17 20 21 22 6-2" E 16 19 20 21 5.5 7.2" A 3'43" D 14 18 19 20 9-7' E 17 20 21 22 V-9' E 16 19 20 21 6 76 A 3'-5" D 14 18 19 20 V-10' F 17 19 21 22 5'6' E 16 19 20 21 6.5 1'-10" A T-7' D 14 18 19 21 5'6' F 17 19 21 22 6-7' E 17 18 20 21 7 V-9' A X47' D 14 18 20 21 S-3" F 17 19 20 22 4'-11" E 17 18 20 21 7.5 1'-T' A 7 -la ' D 14 18 20 21 5'-0' F 17 19 20 21 4'43" F 17 18 20 21 6 1'$' A 2'S" - D 14 19 20 21 4'-9' F 17 19 20 21 4'6' F 17 19 20 21 8.5 1.-1. A 2'6' D 14 19 20 21 4'1- F 17 19 20 21 4'4" F 17 19 20 21 115 MPH EXPOSURE C a 130 MPH EXPOSURE R 60 3 4'-1" A 5'-10" C 15 2123 4.5' 24 9-Y' E 17 23 25 26 V-4" D 17 22 23 25 T 3.5 3'6 A 5'-3" C 15 21 22 24 8'4" E 18 23 24 25T -T, E 17 21 23 24 1 15' 4 3'-0" A 4'-9' D 15 20 22 23 - T-6" E 18 22 24 25 1-1" E 18 21 23 24 4.5 743" A 4'1" D 16 20 21 23 7-1" E 18 22 23 25 6-7' E 18 21 22 24 5 75" A 4'-a' D 18 20 21 23 6-7" E 19 22 23 24 6-2" E 18 21 22 23 5.5 7-7' A Y -w 0 16 19 21 22 a -Y' E 19 21 23 24 5'-5' E 18 20 22 23 6 7-0" A Y-5" D 16 19 21 22 SAT F 19 21 23 24 56 E 19 20 22 23 6.5 1'-10" A T-7' D 16 20 21 22 - 56 F 19 21 22 24 5'-Y' E 19 20 21 27 7 1'-9' A 3'47' D 16 20 21 23 5'J" F 19 21 22 24 4'-11" E 19 20 21 1 23 OVER- HANG (FT) PROJECTION OF SINGLE SPAN 8' 9 10 a 4' 4.6 6 1' 4.5' - 6 5.5' 7 6 5.5' 6 3' 5.5' 6 6.6 4'6 8' 6.5' T S. 6.5' T 7.6 ILE 2.2 TRIBUTARY WIDTHS FOR SINGLE SP; PROJECTION OF SINGLE SPAN STUC' 11' 17 13' 14' 16 le 5.5 a 6.6 T 7.5 8' 6 6.6 T 7.5' 8' 8.5 6.6 T 7.5' 8' 8.6 9 T 7.5' 8' 8.6 9 9.6 7.5 8' 8.5' 9 9.6 la a 8.5' 9 9.5 10 10.6 TABLE 2.3 Post Requirements for Attached Single Span Structures Post Description MaxRDDetail Hgt 0.042"x3"x8" Aluminum Post 10' 19 L1 0.024"x3"x3"Post wflh Side hat 11'L24 27 8.5' Clover 0.030"x3"x3" Alum 11'Ll 10 l Clover 0.040"x3"x3" Alum 11'L71Colonial 9.6 10 0.062" Extruded 12'AE 11.5' 9.6 0.041"x3"x3" Steel Clover 11' F Ll l 0.041"x3"x3" Steel Clover 8' G Lll 3/16"x3"x3" Steel Square 15' H 121 3/16" x3"x3" Steel S uare 12' I L21 3/16"x4"x4" Steel Square 1 15' J L21 3/16'x5"x5" Steel Square 1 15' K L21 rACHED STRUCTURES 3[FT) Post Description Maximum Footing 1 T 18' 19 20 21' 27 8.5' 9 9.5' 10 10.6 11' 5 9.6 10 10.5' 11' 11.5' 9.6 10 10.5' 11' 11.5' 12' 10 10.6 11' 11.5' 17 12.6 10.5' 11' 11.5' 17 12.5' 17' 11' 11.6 17 12.5' 13' 13.5 TABLE 2.4 Post Requirements for Freestanding Structures or Muldspan Attached Structures Post Description Maximum Footing Max Height POST Code Detail # 0.041"x3"x3" Steel Clover d= 20". 9' B Ll l 0.041'x3"x3" Steel Clover d= 21" 8' B Ll l 3/16"x3"x3" Steel Square d= 30" 17 C L21 3/16"x3"x3" Steel Square d= 3T' '8' F L21 3/16- 'x3" Steel S uare d= 35" 15' F L21 3/16"x3"x3" Steel S uare d= 37" 12' E L21 3/16"x4"x4" Steel Square d= 41" 15' G 1 L21 3/76"x5"x5" Steel Square d=. 46" 1 15' 1 1 1 L21 O. rUK AINUI-r. bt'API AI IAUMCU UNI I USC I HC FUS I SMUVVN IN TABLE 2.1 AND 2.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amerlmax Exterior Home Products FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 28921 US Hwy 74 9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 Romoland, CA 92686 10. USE THE APPROPRIATE DETAILS (1-14129). DETAILS MAY REQUIRE POST TO UPGRADED. 11. ALL LATTICE NOT USING DETAIL L29 MUST COMPLY WITH TABLES L1 AND L2 ON SHEET Misch Carl Putnam, P. E. FOR PATIO SLABS FOLLOW 1.6 FROM ABOVE THEI• 3441 Ivylink Place SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.1 Lynchburg, VA 24503 SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carlautnamdacomcastnel SLAB 9. FOLLOW 9-11 FROM ABOVE SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET Misc3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES AMERIMAX (2013 CBC) 1/29/2014 Page 8 of 47 . JAN 29 2014 LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS NORMAL WIND AREA' TABLE 2.6 16 Ga 3"x8" Steel C Beam (Detail L13) Attached single Freestanding or 12 Ga 3"x8" Steel C Beam (Detail L18) Attached single Freestanding or Double 12 Ga 3"x8" Steel C (Detail L8) Attached Freestanding or TABLE 2.6 16 Ga 3"x8" Steel C Beam Attached Single (Detail L18) 12 Ga 3"x8" Steel C Beam (Detail L18) Double 12 Ga 3"x8" Steel C (Detail L8) Freestanding or Attached Single Freestanding or Attached Single Freestanding or 25 Span Structure Multispan Units Span Structure Multispan Units Structure Multispan Units E span Strucaae Multispan Units Span Structure Multispan Units Span Structure Multispan Units GROUND TRIB MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH GROUND TRIG MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW %MDTH 'POST REO'D POST MIN FOOTER e. I 17 I 15' POST MIN FOOTER 8' I 1Y I 15' POST MIN FOOTER 8' I 17 I 15' SNOW WIDTH POST REQ' POST MIN FOOTER B' I 17 I 16 POST MIN FOOTER 8' I 1Y I 15' POST MIN FOOTER S. I 1Y I 15' LOAD (FT) SPACING FOR SPACING POST SIZE CONSTRAINED:OOTE SPACING POST SIZE CONSTRAINEDFOOTE SPACING PO SIZE CONSTRAINEDFOOTE LOAD (FT) SPACING FOR SPA PO SIZE CONSTRAINED FOOTE SPAGN POST SIZE CONSTRAINED FOOTE SPACING PO SIZE CONSTRAINED FOOTE (PSF) ON SLAB SLAB (FT) TYPE "ff "ff "d' •d' (FT) TYPE "d' "d' "d' "d' (FT) TYPE •d' "d' "d' "ff (PSF) ON SLAB SLAB (FT) TYPE "ff "ff "d' "d' (FT) TYPE "d' "d' 'ff "ff (FT) TYP "ff "d' "ff "d• (FT) (^) f^) (^) P^) (in) (^) f^) P^) (^) G^) f^) G^) (FT) 0^) f^) G^) G^) fn) 0^) (^) (^) P^) f^) Gn) G^) 10 1 5 'r^ X IT -7" o A 20-1" C 24 25 28 27 30-1" E 27 27 31 30 36-8" E 29 29 32 LIVE 5.5 174" A 18'-11" C 24 25 28 30 29-2" E 28 28 30 33 34'-10" E 30 30 32 34 6 11'4" A 1T-10" D 24 24 27 27 28'4' E 28 28 30 32 34'-1" F 30 30 31 34 6.5 19-5" A 1e-11" D 25 25 27 28 2T-7" E 29 29 30 33 33'5" F 31 31 31 35 7 943" A 16.1' 0 25 25 27 D 26'6" E 29 29 30 E 37-9" F 31 31 31 F 7.5 9.1" A 194" D 25 25 26 15'4" 25'-5" E 30 30 30 25'-5" 37-2" F 32 32 32 37.2" 8 8'6' A 14'6' D 25 25 26 A 24'6" F 30 30 30 25 31'•7- F 32 32 32 29*'. 8.5 81-0" A 14'-0' D 25 25 26 8147 23'6" F 30 30 30 28 31'-1" F 33 33 33 34 9 T6' A 13'6" D 25 25 26 9 27-10' F 30 30 30 29 W -r F 33 33 33 34 9.5 T -T A IY-0" D 26 26 26 31 27-2' F 31 31 31 29 30-2" F 34 34 34 34 10 6.9' A 12'6" D 26 26 26 31 21'6" F 31 31 31 D 296" F 34 34 34 F 10.5 6-5" A 12'-1" D 28 26 26 39 20-10' F 31 31 31 12'-1" 294" F 35 35 35 20-10' 11 6-7' A 11'-7" D 26 26 26 39 20-3' F 31 31 31 A 28'-11" F 35 35 35 24 11.5 5'-11" A 11'-1" D 26 26 26 39 19-9" F 31 31 31 5'-11" 28'6" F 35 35 35 29 12 5'6" A 10-7" 0 26 26 26 F 19-3" F 31 31 31 12 28'-2" F 36 36 38 29 13 5'-7' A 9.10" D 26 26 26 28'-2" 18'4" F 32 32 32 18'-2" 27'-7" F 36 36 36 29 14 4'-10" A 9.1" D 26 26 26 28 17'6" F 32 32 32 34,!- 26'-11" F 37 37 37 D 15 1 4'6' I A 8'6' D 1 26 1 26 26 36 16-9" 1 F 1 32 32 1 32 42 26'3" G 38 38 1 38 8'6' 115 MPH EXPOSURE C v 130 MPH EXPOSURE B F 36 - 38 28.. 26'-3' G 42 42 42 34 - 25 27 14'-11" 10 5 13'-7" A 20'-1" C 27 27 30 27 30-1" E 31 31 33 30 W-11" E 32 32 35 32 LIVE 5.5 174" A 18'-11" C 27 27 30 27 29-2" E 31 31 33 30 34'-10" E 33 33 34 32 32 6 11'4" A 1T-10' D 27 27 30 26 28'4" E 32 32 33 30 34'•1" F 34 34 34 32 32 6.5 10-5" A 16'-11" D 28 28 29 26 2T -r E 33 33 33 29 33'-5" F 35 35 35 32 32 7 96" A to -1" D 28 28 29 26 266" E 33 33 33 29 37-9' F 35 35 35 32.: 31 7.5 9-1" A 15'4" D 28 28 29 25 25'-5" E 33 33 33 29 37.2" F 36 36 36 32 31 8 8'6" A W-11" D 28 28 28 25 24'6" F 34 34 34 29*'. 31'-r F 36 36 36 31 31 8.5 8147 A 14'-W D 28 28 28 25 23'6" F 34 34 34 2825-3" 31'-1" F 37 37 37 31. 31 9 T6" A 13'6" D 29 29 29 25 27-10" F 34 34 34 28 r 30-r F 38 38 38 31., 31 9.5 T-2" A 13'47 D 29 29 29 24 - 27-2" F 34 34 34 28 30-2" F 38 38 38 31 31 10 G-9' A 12'6" D 29 29 29 24 21'6" F 35 35 35 28;' 2943" F 39 39 39 32� 31 10.5 6.5" A 12'-1" D 29 29 29 24 20-10' F 35 35 35 28 ' 29'4" F 39 39 39 32.. 32 11 9-7 A 11'-7" D 29 29 29 24 20'-3" F 35 35 35 27 28-11" F 39 39 39 Sk 32 11.5 5'-11" A 11'-1' D 29 29 29 24 . 19-9" F 35 35 35 .27. 28'6" F 40 40 40 33 106" 12 5'43" A 10-r D 29 29 29 24 19-3" F 35 35 35 27 28'-2" F 40 40 40 33 18'-2" 13 5'-2" A 9.10" D 29 29 29 25 18'4' F 36 36 36 28 2T.r F 41 41 41 34,!- 32 14 4'-10" A 9-1" D 29 29 29 25 1T6" F 36 38 36 28 26'-11" F 42 42 42 34 A 15 4'6' A 8'6' D 29 29 29 25 16'-9' F 36 36 38 28.. 26'-3' G 42 42 42 34 - 20 5 T-1" A 17.11" D 21 23 25 27 27.1" F 25 26 29 30 30-1' F 27 27 31 32 LIVE 5.5 6-5" A 17.1" D 21 22 25 27 20-10' F 25 25 28 30 29-2" F 28 28 30 32 32 6 6-11" A 11'-1" 0 21 22 25 26 19-9" F 25 25 28 30 264" F 28 28 30 32 32 6.5 6-5" A 10-3" D 21 22 24 26 18'-10' F 25 25 28 29 2T-7" F 29 29 30 32 32 7 6-1" A 9-T' D 21 21 24 26 16-0" F 26 26 27 29 26-11" F 29 29 30 32.: 31 7.5 4'•9" A &A I" D 21 21 24 25 17.3' F 26 26 27 29 2e-3" F 30 30 30 32 31 8 4'8' A 8'4" 0 21 21 23 25 16'6" F 26 26 27 29*'. 25'-9' G 30 30 30 31 31 8.5 4'•7' A T-11" D 21 21 23 25 15'-11" F 26 26 27 2825-3" 2747 G 31 31 31 31. 31 9 3'-11" A TS' 0 21 21 23 25 15'4" F 27 27 27. 28 r 24'-9' G 31 31 31 31., 31 9.5 T-9' A T-1" D 21 21 23 24 14'-10' F 27 27 27 28 24'-4" G 31 31 31 31 31 10 3'6' A 6-9' D 21 21 23 24 14'4" F 27 27 27 28;' 23'-11" G 32 32 32 32� 31 10.5 3'4" A 68' D 21 21 22 24 i 13'-10' F 27 27 27 28 ' 23'6" G 32 32 32 32.. 32 11 3'-2" A 6-1" D 21 21 22 24 13'5' F 27 27 27 27 23'-2" G 33 33 33 Sk 32 11.5 XI-- A 6-10" D 21 21 22 24 . 13'-1" F 27 27 27 .27. 275" G 33 33 33 33 106" 12 7-11' A 5'•T' D 21 21 23 24 176" F 27 27 27 27 27-3" G 33 33 33 33 18'-2" 13 76' A 6-2" D 21 21 23 25 17-0' F 28 28 28 28 21'•5" G 34 34 34 34,!- 32 14 76' A 4'-10" D 21 21 23 25 11'5" F 28 28 28 28 206" G 34 34 34 34 A 15 74 A 4'6' D 21 21 24 25 i0-11" F 28 28 28 28.. 2047 G 34 34 34 34 - 30 a m 5 -v 4'-10" o A 106" E 19 22 25 26 194" F 24 25 28 29 29 r F 26 27 30 31 32 5.5 4'4" A 9-9' E 19 2124 26 26 18'-7' F 24 25 27 29 265" G 27 27 29 31 32 6 4'4T A 8'-11" E 19 2124 28 25 1T -W F 24 24 27 29 24'43" G 27 27 29 31 32 6.5 3'43" A 8'-3" E 19 21 23 25 16'.5" F 24 24 27 29 24'4T G 28 28 29 31 32 7 3'S" A T6" E 19 20 23 25 15'43" F 25 25 27 28 23'-5" G 28 28 29 31 31 7.5 3'-2" A T-7' E 19 20 23 24 14'-11" F 25 25 26 28 27-11" G 29 29 29 31 31 8 3'47' A 6-9' E 19 20 23 24 14'4" F 25 25 26 28 275' G 29 29 29 30 31 8.5 7-10' A 64" E 19 20 22 24 13'•9" F 25 25 26 28 2747 G 29 29 29 30 31 9 76" A e4Y' E 19 19 22 24 13'-3" F 2525 28 26 27 21'-7- G 30 30 30 30 31 9.5 76" A 66" E 19 19 22 24 12'-9' F 25 25 25 27 21'-2" G 30 30 30 30 31 10 5 7" A 5'•5" E 19 19 22 24 12'4" F 26 26 26 27 20-10' G 30 30 30 30 31 10.5 2'-3" A 5'-2" E 19 20 22 24 11'-11" F 26 26 26 27 206' G 31 31 31 31 32 11 7-7' A 4'-11" E 19 20 22 24 11'-T' F 26 26 26 27 20-7' G 31 31 31 31 32 11.5 7.1" A 4'6" E 19 1 20 22 24 11' Y' I F 26 1 26 26 26 19-10' G 31 31 31 31 106" 115 MPH EXPOSURE C 27 cr 130 MPH EXPOSURE F B 28 31 33 5.5 4'4" A ' E 22 24 27 29 30 5 4'-10' A 106" E 22 24 27 29 1914" F 26 27 30 32 26'-3' F 29 29 32 34 32 5.5 4'4" A 9-9' E 22 23 26 28 18'-2" F 27 27 30 32 26-5" G 30 30 32 34 32 6 4'47' A 8'-11" E 22 23 28 28 1T-3" F 27 27 29 31 24'6" G 31 31 32 34 32 6.5 3'6" A 8'3" E 22 23 25 27 165" F 27 27 29 31 24'-0' G 31 31 32 34 32 7 T -V` A T6" E 22 22 25 27 1516" F 28 28 29 31 23.6' G 32 32 32 34 31 7.5 3'-T A T•T E 22 22 25 27 - 14'-11" F 28 28 29 31 27-11" G 32 32 32 33 31 83'47 8 A 6-9' E 22 22 25 26 14'4" F 28 28 28 30 278' G 33 33 33 33 31 8.5 7-10' A 64" E 22 22 24 26 13'-9' F 28 28 28 30 27-0" G 33 33 33 33 31 9 76" A e4" E 22 22 24 26 13'-3" F 28 28 28 30 21'-7* G 33 3333 31 33 31 - 9.5 6 7' A e6' E 22 22 24 26 17-9' F 29 29 29 30 21'•2' G 34 34 34 34 31 10 75" A 5'8' E 22 22 24 26 174' F 29 29 29 29 20-10" G 34 34 34 34 31 10.5 7.3" A 5'-7' E 22 22 24 26 11'-11' F 29 29 29 29 206" G 35 35 35 35 32 11 7-2" A 4'-11' E 22 22 24 26 11'-r F 29 29 29 29 20-2" G 35 35 35 35 32 11.5 1 2'-1" A 4'6" E 1 22 1 22 1 25 26 11'-3' F 29 29 29 29 19-10' G 35 35 35 35 120 MPH EXPOSURE B 30 5 4'-10" A 1016' E 20 22 25 27 19'4' F 24 25 28 30 26'-3" F 27 27 30 32 5.5 4'4" A 9-9" E 20 22 25 26 18'-2" F 25 25 28 30 25'-5" G 27 27 30 32 6 4'47 A 8'-11" E 20 22 24 26 17.3' F 25 25 28 29 24'6' G 28 28 30 32 6.5 3'6" A 8'-3" E 20 21 24 26 166' F 25 25 27 29 24'47 G 28 28 30 32 7 X-5" A T6" E 20 21 24 25 166' F 25 25 27 29 23'-5" G 29. 29 30 31 7.5 T-2" A T-2" E 20 21 23 25 14'-11" F 26 26 27 29 2Y-11" G 29 29 29 31 8 3'47' A e-9' E 20 20 23 25 14'4" F 26 26 27 28 275' G 30 30 30 31 8.5 7.10' A 94" E 20 20 23 24 13'-9" F 26 26 26 28 22'4T G 30 30 30 31 9 743" A 647 E 20 20 23 24 1Y-3" F 26 2626 28 21'-r G 31 31 31 31 9.5 76'A 5'6" E 20 20 22 24 17-9' F 26 26 26 28 21'•2' G 31 31 31 31 10 75" A 5'-5" E 20 20 22 24 17.4' F 26 26 26 28 20-10' G 31 31 31 31 10.5 2'-3" A 5'-Y' E 20 20 23 24 11'-11' F 26 26 26 27 -206' G 32 32 32 32 11 2'-Y' A 4'•11' E 20 20 23 25 11'-r F 27 27 27 27 20.2" G 32 32 32 32 120 MPH EXPOSURE C a 140 MPH EXPOSURE B 30 5 4'-10" A 106" E 22 24 27 29 194' F 27 28 31 33 5.5 4'4" A 9-9' E 22 24 27 29 18'-2" F 28 28 30 32 6 4'4Y' A 8'-11" E 22 23 26 28 17.3" F 28 28 30 32 6.5 3'6" A 8'-3" E . 22 23 26 28 - 16-5" F 28 28 30 32 -: - 4> 7 T-5" A T6". E 22 23 28 28 15'6" F 28 28 30 31 .E3S/p QR ' 7.5 3'-T A T -T E 22 22 25 27 14'-11" F 29 29 29 31 8 3'47 A 6-9" E 22 22 25 27 14'4" F 29 29 29 31 G` - 8.5 7-10" A 64" E • 22 22 25 27 13'-9" F 29 29 29 31 { 9 9.5 76" 2'6' A A 94. 5'6" E E 22 22 22 22 25 24 26 26 13'-3" 17-9" F F 29 29 29 29 29 29 W 30 C 1�/ .� `V 1:3� 10 75" A 6' 61 E 22 22 24 26 174' F 30 30 30 30 � � / j! 10.5 , 7.3" A e-7' E 22 22 25 27 11'-11' F 30 30 30 30 * . P. 3%tpl1 ! 11 7-2" A 4'-11" E 22 22 25 27 _ 11'-7' F 30 30 30 30 I , i / AMERIMAX (2013 CBC) 1/29/2014 Page 9 of 47 551� ClVI1.i. JAN 29 2014 L1 HEADER (3004-H34 ALUM. ALLOY) FOUR #E X SEE TABLE BELOW FOR ,�� SCHEDULE EI VOU USED W\2' X 6 1/2' RAPIERS © RAFTER do SIDEPLATES (3004-H34 ALUM. ALLOY) © LATTICE TUBES LS'xlV 23' o/c 2'x2' 24' o/c 3'x3' 96' o/c DETAD_ L4 4mu o/c LATTICE 3105 H24 ALUM ALLOY L4 POST/RAFTER/LATTICE TUBE (3004-H34 ALUM. ALLOY) RAFTER TO HEADER 17 CONNECTION BRACKETS 6063T6 ALUM ALLOY t=0.060' L9 W/ 3'x8• AND 3'x3' RAFTERS DOUBLE HEADERS USE ONE BRACKET PER HEADER Allowable Trib Width Wind' No. of #8 Screw s Speed, t (in) Header 2 3 4 5 115 rrph 0.040 Double 2x6 11' 15' UNITS MUST COMPY WITH L13 Exp C 0.042 0.042"x3"x8" 6'9' M5 12' 15' 0.042 Double 3x8 12' 15' IS US mph EXPOSURE 140 mph 0.040 Double 2x6 9' 13' 15' ATTACHED STRUCTURE POST Exp C 0.042 0.042"x3"x8" 5' 7' 9' 12' 0.042 Double 3x8 9' 14' 15' #14 Screws 170 r ph 0.040 Double 2x6 8' 12' 15' Exp C 0.042 0.042"x3"x8" 4' 6' 8' 11' 0.042 Double 3x8 8' 13'. 15' 140 mph 16G min 8" Steel C 15' Exp C 16G rrin Double Steel C 15' 170 rph 16G rrin 8" Steel C 11' 15' Exp C ; 16G min Double Steel C 15' © LATTICE TUBES LS'xlV 23' o/c 2'x2' 24' o/c 3'x3' 96' o/c DETAD_ L4 4mu o/c LATTICE 3105 H24 ALUM ALLOY L4 POST/RAFTER/LATTICE TUBE (3004-H34 ALUM. ALLOY) RAFTER TO HEADER 17 CONNECTION BRACKETS 6063T6 ALUM ALLOY t=0.060' L9 W/ 3'x8• AND 3'x3' RAFTERS DOUBLE HEADERS USE ONE BRACKET PER HEADER CONTINUOUS 2"x6" OR 2x8" DOUGLAS FIR LEDGER OR PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION COVER W/ 0.019" ALUMINUM 1/4' LAG SCREW OR #14 SCREW W/ 2.5' EMBED INTO WOOD _ STUD SEE TABLE 7.5 COLUMN ANC4 FOR QUANTITY E MIM 2 � j144XX 1 SCRLT�� GALTERNATE RAFTER TO WALL CONN. I STUD - #8 SCREWS W/ J" 0 WASHERS SCREWS J' LONGER THAN LATTICE HEIGHT OL6 LATTICE TO RAFTER CONN. LATTICE -ALUM. RAFTER ALUM. RAFTER RAFTER HANGER (DETAIL L7) 2.5' SIX 1/4' LAG SCREWS OR #14 SCREWS W/ 2.5' IF % PEETRATIM INTO WALL / STUD W/ MIN SG m 0.3 1' MIN �� ALUM BRACKET DETAIL L7 . SEE GENERAL NOTE #23 SEE TABLE 7.6 FOR REQUIRED FASTENERS TWO #8 SMS EACH SIDE THREE #8 SMS EACH SIDE FOR 3X8 RAFTERS IN 25 PSF GROUND SNOW LOADS OR 140 MPH WIND AREAS 2 %4' FOR 3 X RAPIERS (6083-75 AM AHOY; 't'- 01178') © RAFTER HANGER L- 1.W FDR 2" X 6 1/2" RAPIERS L-2.92'POR3'XB'RAHM r3.00 072[ --I.56-10.72 --I 0.93 H, I0.72 I 93 156 3.00 —I 0.28 1� 0.37 0.72 0.17 t M030' ALUM = 0.040' ALUM = 0.041' STEEL 0 3' ALTERNATE POST (3105 H25 ALUM. ALLOY 'OR A-653 Fy=40 KSI STEEL) 3• X 8' AUDI HEADER OL15 POST ALTERNATIVE FOR ' SLAB ATTACHMENT ONLY #14 SHEET METAL SCREW MAXIMUM WIND CONDITION IS 170 MPH EXPOSURE C Page 11 of 47 CIA.. JAN 29 2014 Engineer's Stamp 1/4' BOLTS ASTM A307 SEE BELOW FOR QUANTITY POST DOUBLE OR SINGLE 3'X8' STEEL C BEAM. BOLT LAYOUT FOR SPLICED AND NON -SPLICE ATTACHMENT I 3' x 3' METAL POST _ Beam -#ofm- TYpe All C Beams "On Slab" I KTAD. Les SEE GENERAL NOTE #19 AND 4 12G Steel 3x8 I LATTICE NOTE #3 Double 12G Steel 3x8 I EDiR 414 SMS UNITS MUST COMPY WITH L13 00 TWO 31OW EIOIEOE/R TABLES Ll AND L2 ON SHEET 00 LAG SLEW W/ 1% ONE M5 W EACH SME OF POST. MAX WIND SPEED IS US mph EXPOSURE AMAS FM C � OR FFLOOREAM ATTACHED STRUCTURE POST TO DECK FLOOR JOIST AMERIMAX (2013 CBC) 1/29/2014 CONTINUOUS 2"x6" OR 2x8" DOUGLAS FIR LEDGER OR PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION COVER W/ 0.019" ALUMINUM 1/4' LAG SCREW OR #14 SCREW W/ 2.5' EMBED INTO WOOD _ STUD SEE TABLE 7.5 COLUMN ANC4 FOR QUANTITY E MIM 2 � j144XX 1 SCRLT�� GALTERNATE RAFTER TO WALL CONN. I STUD - #8 SCREWS W/ J" 0 WASHERS SCREWS J' LONGER THAN LATTICE HEIGHT OL6 LATTICE TO RAFTER CONN. LATTICE -ALUM. RAFTER ALUM. RAFTER RAFTER HANGER (DETAIL L7) 2.5' SIX 1/4' LAG SCREWS OR #14 SCREWS W/ 2.5' IF % PEETRATIM INTO WALL / STUD W/ MIN SG m 0.3 1' MIN �� ALUM BRACKET DETAIL L7 . SEE GENERAL NOTE #23 SEE TABLE 7.6 FOR REQUIRED FASTENERS TWO #8 SMS EACH SIDE THREE #8 SMS EACH SIDE FOR 3X8 RAFTERS IN 25 PSF GROUND SNOW LOADS OR 140 MPH WIND AREAS 2 %4' FOR 3 X RAPIERS (6083-75 AM AHOY; 't'- 01178') © RAFTER HANGER L- 1.W FDR 2" X 6 1/2" RAPIERS L-2.92'POR3'XB'RAHM r3.00 072[ --I.56-10.72 --I 0.93 H, I0.72 I 93 156 3.00 —I 0.28 1� 0.37 0.72 0.17 t M030' ALUM = 0.040' ALUM = 0.041' STEEL 0 3' ALTERNATE POST (3105 H25 ALUM. ALLOY 'OR A-653 Fy=40 KSI STEEL) 3• X 8' AUDI HEADER OL15 POST ALTERNATIVE FOR ' SLAB ATTACHMENT ONLY #14 SHEET METAL SCREW MAXIMUM WIND CONDITION IS 170 MPH EXPOSURE C Page 11 of 47 CIA.. JAN 29 2014 Engineer's Stamp 1/4' BOLTS ASTM A307 SEE BELOW FOR QUANTITY POST DOUBLE OR SINGLE 3'X8' STEEL C BEAM. BOLT LAYOUT FOR SPLICED AND NON -SPLICE ATTACHMENT I Req'd _ Beam -#ofm- TYpe All C Beams "On Slab" I 4 16G Steel 3x8 4 12G Steel 3x8 I 8 Double 12G Steel 3x8 I 8 ALUM RAFTERS 'A' 0 0 •B• DOUBLE HEADER 0.040'X2'X6.625' OR 0442'X3'XMY 0.041'x3'x3' STEEL POST FOUR #14 SMS L12 EACH SIDE NOTE, SEE SHEET MISC5a OR HISC5b FOR MOMENT CONNECTION SPECS ameromax 28921 US Hwy 74 EXTERIOR HOME PROOUCTS Romoland,CA 92585 BEJ/CP AW omDonen a Connection a al s NTS Fnr n4in b rnrnrnnrnlnl I niilwn C4n.n4nrnn LT01-2012 1 of 4 L16 3/8' BOLTS W/ 1' DIA. x 3/32' THK. STL. WASHER TO 8' STEEL 'C' BEAM 5.5' SEE TABLE 7.4 COLUMN 'N' FOR QUANTITY L 1.575' 2.843' FOR #14 SELF DRILLING SCREWS SEE TABLE 7.4 COLUMN 'L'. r 0.097- 2.25' z .091- 0.041x3'x3' . _ STEEL POST 2.5' K2X A ASTM A653 GRADE 33 STEEL BRACKET R #8 WOOD SCREWS INTO RAFTER AND ASCIA PER RAFTER RAFTER ROOF COVERING IS A MAXIMUM ETAIL i4' OF 3 PSF HEAVIER ROOF COVERING /2x DF WOOD SHALL REQUIRE ADDITIONAL FASCIA ENGINEERING ANALYSIS LLW I ALTERNATE 3' SQ POST CONNECTOR BRACKET (6063T6 ALUM) IF DETAIL L29 IS NOT USED ATTACH ISEE GENERAL NOTE #23 UM OR 0.035" SIDE PLATES AS PER DETAIL L26 o.ots• A VI YLL COVER 0:750' 3/8' BOLTS SEE TABLE 7.3 COLUMN 'H' FOR QUANTITY — OR #14 SELF DRILLING SCREWS SEE TABLE 7.3 COLUMN 'G' FOR QUANTITY 0.875' 3'x8' 12 (t=0.105') OR 16 GAUGE (t=0.059') STEEL C BEAM 0.042'x3'xe' Box Fy= 50 KSI BEAM WRAP 7.75' DETAIL LI oow L18 'y [12_ and 16 GA 3'x8' STEEL C BEAM W/ 0.042'X3'XB' ALUM WRAP - F 3'-6' L21 3', 4', 5' OR 6' ASTM A500 GRADE B STEEL POST -,SEE GENERAL NOTE #9 FOR CORROSION PROTECTION AMERIMAX (2013 CBC) 1/29/2014 EXISTING BF FRAMED WALL 3.5' MIN 2.5' MIN PENETRATION INTO WOOD FRAMING W/ MIN SG . 0.5 2'x WOOD FRAMING DOUGLAS FIR -LARCH /2 OR IFEB L r� n . ' SFE VM 7.6 FOR MAXIMUM J1�V, ALUMINUFOR M OVERFIANG SEE SdfDLU 0 RIGHT ALTERNATE EAVE ATTACHMENT (9HEADERSPUCE DETAIL SEE ALLOWABLE DISTANCE TO FIRST ROW OF POSTS IN TABLE 7.7 3' X 8' e 0 2- Y_X Mr POST x y fJlf;71 SLOE Posr i8i Sent with permanently flexible 6 waterproof /7 sealant CONTINUOUS 2"x6" DOUGLAS FIR LEDGER OR PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION 1.00'min. COVER W/ 0.019" ALUMINUM SEE GENERAL NOTE #23 1/4"Lag Lag Screw { ATTACH LATTICE COVER AS PER L7 Completely Sent with permanently flexible & waterproof sealant 1.001min.; L22 STUCCO ATTACHMENT DETAIL WITH LEDGER BOARD Synthetic Stucco or - / other non-structural covering Q' max. tMck) I Sheathing Page 12 of 47 i BE L17 &,\*- JAN 29 2014 Engineers Stamp Live/Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" Solid Cover Wind SIZE FINE OVERHANG - (24" OIC) 6" 12" 18" 24" 30" 10 psf 2x4 25'4 20'-9" 12'-0" T-1" T-8" Lattice= 135 Exp C 2x6 25'-0' 25'-0' 25'-0' 23'-10" 17'-1" 2x8 25'-0' 25'-0' 25'4 25'-0' 25'-0' 10 psi 2x4 25'-0' 19'-3" 11'-6" T-1" 3'-8" Lattice=140 Exp C 2x6 25'-0' 25'-0' 25'-0' 22'-6" 16'-7" 2x8 25'-0' 25'-0' 25-0' 254 25-0' 20 psf x4 2 19'-0' 10'-3" 5'-10" 3'4" 1'$" Lattice=170 Exp C 2x6 19'-0' 19' -0' 17'-1" 11'-9" 8'4" 2x8 19'-0' 19'-0' 19'-0' 19'-0' 16'-8" 25 psf 2x4 18'-0' 11'-3• 6'4" 3'-8" 1'-9" Lattice=170 Exp C 2x6 18'-0' 18'-0' 18'-0' 12'-10" 9'-1" 2x8 18'-0' 18'-0' 18'-a 18'-0' 18'-0' 30 psf 2x4 17'-0' 9'-2" 5'-1" 2'$" 0'-0" Lattice=170 Exp C 2x6 17'-0' IT -O' 15'-3" 10'4" 7'-1" 2x8 17'-0' 17'-a 17'-0' 17'-0' 14'-8" 40 psf 2x4 14'-0' 6-7" 3'4" 0'-0" 0'-0" lattice=170 Exp C 2x6 14'-0' 14'-0' 11'-0" T-2" 4'-7" 2x8 14'-0' 14'-0' 14'-0' 14'-0' 10'-3" 60 psf 2x49'-0' 4'-0" 0'-0" 0'-0" 0'-0" Lattice=170 Exp C 2x6 9'-0' 6'-9" 4'-0" 2'-1" 2x8 9'-0' 9'-0' 9'-0' 8'-8" 5'-10" NTS -2012 2of4 II-- 2" 2" 4-8 #14 SMS ' I I I I "A" FOUR #14 SMS EACH SIDE FOR 140 MPH EXP 0.042"x3"x8" EACH SIDE C SLAB ATTACHMENT AND UP TO d-26' HEADER SEE NOTE FOOTING. 0.024' 1 MIN 0.024 0.024' + ' 1' OR 1/2 '# GALVANIZED OR STAINLESS "B" ,r STEEL HILTI KWIK BOLT TZ CONCRETE �. ANCHOR (ICC ESR 1917) W/ 2' EMBED AND 1'# WASHER OR EQUIVALENT �S• ,�, 3'x8' HEADER CONNECTION ♦ 2'X6' SIDEPLATES SEE SEE NOTE FOR DIMENSIONS NOTE FOR THICKNESS 3'X 3" "X 6.625' 'A' AND 'B' REQUIREMENTS 6 5/6' SEE 3' a 5/8' L25 ,ti9 POST ISIDEPLATES L26 DETAIL L26 ALUM. FOOTING ALUMINUM BRACKET FOR CONNECTING BRACKET FOUR- #14 SMS POST TO FOOTING OR 4' SLAB EACH SIDE, SPACED EVENLY 3- (6063-T6 ALUM ALLOY) SINGLE SPAN ATTACHED UNITS ONLY •�•��.:: ; • L-IA70 REQUIRES SIDEPLATES AS SHOWN IN •. ..• DETAIL L26 SLAB OR F00 NG NOTEI SEE SHEET MISC5a 3"x3" ALUMINUM RAFTER OR MISC5b FOR SPECS ON 3' SQUARE COLUMN ALTERNATE 1.5" MOMENT CONNECTION (3004-H34 ALUM. ALLOY) WITH SIDEPLATES L24 L30 RAFTER -i I- TWO #10 OR #14 SMS ?3004 H34 SIDEPLATES ALLE — ATTACHMENT LATTICE HEADER MAXIMUM FOOTING FOR THIS • DETAIL IS d=26 LattIce Sotld Par Atun. Bracket (t a e.0 DETAIL L9 Lattice o Solld Panels / #8 SMS 3' x 8'Header 01 (0.0427 FOUR #14 SMS EACH SIDE FOR - EACH HEADER 3'x3' POST I H 0.042x3x8' • )-L6" MIN Atum 3' x 8' Headei (0.0427 ' x 6' Side Plate MIN #i 3'x8' 3'x3' 2x6.5' SIDEPL TOP MOUNT BRACKET 0.21' STEEL Fy - 33 kat ' 6. BRACKET` IS 1..094' WIDE I. SMS 6' ^ axs LEM eaymM I ALUM ` sm ODIML HM RAFTER HNIDEIt Nk1 a' .v... 0 ALTERNATIVE SPLICE FOR ATTACHED UNITS MAXIMUM F❑❑TING SIZE IS d=26' AMERIMAX (2013 CBC) 1/29/2014 TOP �p FaM NOT ALLOWED IN SNOW LOAD ARFec L s• SEE GENERAL NOTE #9 FOR ATTACH PER 3 CORROSION PROTECTION TABLE 7.5 1' MIN GAP BETWEEN EXISTING EAVE. LEDGER AND ROOF FOR WOOD FRAMING DRAINAGE ALUM 'ALL HOUSE PENETRATIONS{ 'MUST BE COMPLETELY AND I 14X1.5' `PERMANENTLY SEALED 6 PLACES 0.125x1.570.5" STEEL (FY -33 KSI) "L" BRACKET 2' SPACING L2S BETWEEN SCREWS I EAVE ATTACHMENT EAVE OVERHANG AND 'L' MUST ALSO COMPLY WITH DETAIL L17 LEDGER BOARD Page 13 01,47 STEEL POST 3/8' x 9' STEEL REBAR EMBEDDED AT 'B' DEPTH d<33' B= 9'' a d<38' B=12' p.p.. d<46' B=18' SEE SHEET MB FOR REQUIRED SLAB FOR CONSTRAINED FOOTINGS D. R I. B D.4 d<51' B=24' :tl.: 01 .: d 3" D c: 9" L29 `iFREESTANDING OR ATTACHED STRUCTURE (COLUMN TO FOOTING CONNECTION DETAIL - -Amerimax" 28921 US Hwy 74 EXTERIOR HOME PRODUCTS Romoland,CA 92585 JAN 29 2014 BEJ/CP NTS Engineers Stamp 2 tructures 3of4 Live MAX "L" FOR TOP Load OR SIDE MOUNT Wind Speed (psf) and Exposure 16" o/c 24"o/c 10 130 mph Exp B 23'-9" 'IT -10" 140 mph Exp B 22'd" 15'-11. 115 mph Exp C 23'-9" 15'-10" 130 mph Exp C 181-101, 12'-7" 140 mph ap C 16'-4" 10'-10" 20 1 140 mph Exp C 12'-5" 8'-3" STEEL POST 3/8' x 9' STEEL REBAR EMBEDDED AT 'B' DEPTH d<33' B= 9'' a d<38' B=12' p.p.. d<46' B=18' SEE SHEET MB FOR REQUIRED SLAB FOR CONSTRAINED FOOTINGS D. R I. B D.4 d<51' B=24' :tl.: 01 .: d 3" D c: 9" L29 `iFREESTANDING OR ATTACHED STRUCTURE (COLUMN TO FOOTING CONNECTION DETAIL - -Amerimax" 28921 US Hwy 74 EXTERIOR HOME PRODUCTS Romoland,CA 92585 JAN 29 2014 BEJ/CP NTS Engineers Stamp 2 tructures 3of4